ﻧﻬﻤﯿﻦ ﺳﻤﯿﻨﺎر ﺑﯿﻦاﻟﻤﻠﻠﯽ ﻣﻬﻨﺪﺳﯽ رودﺧﺎﻧﻪ
داﻧﺸﮕﺎه ﺷﻬﯿﺪ ﭼﻤﺮان،اﻫﻮاز، 1391 ﺑﻬﻤﻦ ﻣﺎه
IDF HEC-HMS
[email protected]
HEC-HMS
HEC-HMS
-
IDF
. . IDF .
1 - Intensity– Duration– Frequency
-
HEC-HMS
. HECHEC-
HMS HMS
HECHMS HEC-HMS HEC-HMS
1 - Hydrologic Engineering Center-Hydrologic Modeling system
IDF
Freq EV1
GLOG GAM
LN2
LN3
P3 LOG
EXP
GVE N
GPAR
P-VALUE
LP3
RmT=atb a
t
T
RmT b
RmT=PtT/PdayT PtT= RmT× PdayT
PtT= atb × PdayT PdayT T
T (ItT)
T
PtT
t
t
ItT=PdayT×atb IDF
IDW
N
z d i
Z
0
i1 N
d
n i
n i
i1
n
di i
zi i
z
Z0
HEC-HMS -
HEC-HMS
.
SCS Ut
SCS Tp
U
P
C
t
Up
A
T
P
C
T
P
A
t 2 t lag
Tlag
1 - Inverse Distance Weighted 2 - unit Hydrograph
∆t
= E[x{F(x)}r] r 1
r
x(F ) F
r
dF
0
s
1
2
2
4
1
2
CDF
x(F)
(CDF)
x
F=F(x)
0
0
6 6 3
r
1
20
3
30
L-Cv= t2=
2/ 1
L-Cs= t3=
3/ 2
L-Ck= t4=
4/ 2
0
2
12
t4
1
0
L-Cs
t3 L-Cv
t2
1
L-Ck
IDF IDF IDW
1 - lag time 2 - L-coefficient of variation 3 - L-coefficient of skewness 4 - L-coefficient of kurtosis
P-Value
min
P-Value
R2
Pt2=2.5235t0.4529 Pt5=4.1152t0.4216 Pt10=5.3432t0.4089 Pt25=7.2638t0.3922 Pt50=9.0917t0.3777 Pt100=11.3546t0.3615 Pt250=15.2337t0.3376 Pt500=19.04t0.3178
HEC-HMS
M3/s
[1] Nhat, L. M., Tachikawa, Y., Sayama, T., Takara, K. (2007). "Regional Rainfall Intensity-Duration-Frequency Relationships For Ungaugad Catchments Based on Scaling Properties", Annoual of Disas, Prev. Res. Inst, Kyoto Univ, No. 50 B. [2] Leminh, N., Tachiwana, Y., Takara, K. (2006). "Establishment of intensity-duration-frequency curvs for precipitation in the moonson area of Vietnam", Annauals of Disas, Prev, Res. Inst, Kyoto univ, No. 49B. " " "
" "
" HEC-HMS [6] Yilmaz, A. G., Imteaz, M. A. and Ogwuda, O. (2011). "ACCURACY OF HEC-HMS AND LBRM MODELS IN SIMULATING SNOW RUNOFFS IN UPPER EUPHRATES BASIN: A CASE STUDY." Journal of Hydrologic Engineering., Vol.442, pp.1943-5584. [7] Eum, H., Sredojevic, D. and Simonovic, S. P. (2011). "Engineering Procedure for the Climate Change Flood Risk Assessment in the Upper Thames River Basin." Journal of Hydrology., ASCE, pp.608-612. [8] Guo, Y. and Markus, M. (2011). "Analytical Probabilistic Approach for Estimating Design Flood Peaks of Small Watersheds." Journal of Hydrology., ASCE, pp.847-857. " " [10] Users Manual. (2010). "Hydrologic Modeling System HEC-HMS", Version 3.5. [11] Hosking, J. R. M., Wallis J. R. (1997). "Regional frequency analysis: An approach based on LMoment", Cambridge University Press, London, uk, 26P.
Abstract The aim of this study was to investigate the effect of the time of maximum rainfall intensity in curve ¬ intensity - duration - frequency on peak discharge with different return periods using HEC-HMS model for the Rood-Zard Basin. The results showed that the lowest peak discharge occurs when the time of maximum rainfall intensity rainfall occurs during the first and The highest peak flow occurs when the maximum rainfall intensity occurring precipitation occurs at the end of time. Also was observed Between 25% and 33% of the maximum rainfall intensity during rainfall not differ but After the time of maximum precipitation intensity can increase with the increase of peak discharge. This, is evident in large return periods that have been made of large rainfall. Keywords: Peak discharge, IDF curves, Rood-Zard Basin, HEC-HMS Model
